Steel Buildings in Europe

Title APPENDIX D Worked Example: Design of portal frame using elastic analysis 10 of 44 4 - 91 For orthodox single-storey portal frames, these expressions can be simplified as follows: y,Ed M  = 0 and z,Ed M  = 0 for Class 1, Class 2 and Class 3 sections. M z,Ed = 0 Therefore expressions (6.61) and (6.62) can be written as: 1,0 b,Rd y,Ed yy b,y,Rd Ed   M M k N N and 1,0 b,Rd y,Ed zy b,z,Rd Ed   M M k N N Expression (6.61) is used to verify in-plane buckling, and expression (6.62) is used to verify out-of-plane buckling. COLUMN: IPE 500, S355 1475 6000 0 kNm 616 kNm 444 kNm 1900 1900 221 kNm * V V = 117 kN = 117 kN N N = 162 kN = 168 kN Ed Ed Ed Ed Section properties: 500  h mm 11600  A mm 2 200  b mm 3 pl,y 10 2194   W mm 3 10, 2 w  t mm 4 y 10 48200   I mm 4 204 y  i mm 16 f  t mm 4 z 10 2142   I mm 4 43,1 z  i mm 21  r mm 4 t 89,3 10   I mm 4 468 w  h mm 9 w 10 1249   I mm 6 426  d mm 7.3. Cross-section classification 7.3.1. The web w t c = 10, 2 426 = 41,8 EN 1993-1-1 Table 5.2 (Sheet 1)